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Re: Preliminary sizing as per CAN/CSA-16-01

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Hi Ritesh.
 
If you re-read the explanation of the tables on p 4-5 of the 8th edition, you will see that the tables refer to limits on width-to-thickness ratios.  Table 4-2, for example is the simple ratio for compression-only. 
 
As you know, the class of section for capacity analyses is b/t dependent for both flange and web.  What happens when you have compression and bending (beam-column) is that for different Cf/phi*Cy  the class of section may differ between web and flange so that sometimes the web governs the class.  The table gives the ratio at which the class for webs changes.  I.e "the class for webs ...  is a function of the ratio of the factored axial load to the axial compressive load at yield ..."   You will see that the associated flange class is given in right-hand column.
 
Hope this helps.

Thor Tandy P.Eng MIStructE
Victoria, BC
Canada
vicpeng(--nospam--at)telus.net
----- Original Message -----
Sent: Saturday, February 04, 2006 9:17 AM
Subject: Re: Preliminary sizing as per CAN/CSA-16-01

I am referring the table no: 4-3 of Canadian handbook for Steel Construction. Sorry for typing error.
 
Please help.
 
Thanks,
 
Ritesh

Avicpeng <vicpeng(--nospam--at)telus.net> wrote:
Table 4-4 is the "unit factored compressive resistance" Cr/A.  What are you referring to?

Thor Tandy P.Eng MIStructE
Victoria, BC
Canada
vicpeng(--nospam--at)telus.net
----- Original Message -----
Sent: Friday, February 03, 2006 9:20 AM
Subject: Preliminary sizing as per CAN/CSA-16-01

My question is regarding preliminary sizing of the beam-column as per CAN/CSA-16-01.
 
In the Canadian Handbook of Steel Construction, in the table 4-4, different values of  Cf /# Cy (ratio) are given for different classes (1 to 3). For selection of columns, this ratio should be equal to 1.0. For beams ( no axial compression) this ratio should be minimum. For beam-column element again this ratio should approach to 1.0. Am I correct ?
 
Please help.
 
Thanks in advance,
 
Ritesh